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Consulting Engineers
Computerized Structural Design 8989 N. Port Washington Rd.
Milwaukee, WI 53217 Phone: (414) 351-5588 FAX: (414) 351-4617
Job: Example 1 - 120' Self-Supporting Tower Project: Training Seminar Client: C-Concepts, Inc. Drawn by: Dan Horn App'd:
Code: TIA/EIA-222-F Date: 11/15/01 Scale: NTS Path: H:\Engineer Stuff\DGH\SpectraSite\HandCalcs\Falcon120.eri Dwg No. E-1
120.0 ft
100.0 ft
80.0 ft
60.0 ft
40.0 ft
20.0 ft
0.0 ftREACTIONS - 80 mph WIND
11456 lbSHEAR
785 kip-ftMOMENT
12827 lbAXIAL
69 mph WIND - 0.5000 in ICE
11660 lbSHEAR 788 kip-ft
MOMENT
18331 lbAXIAL
SHEAR: 7220 lbUPLIFT: -74714 lbDOWN: 89434 lb
MAX LEG FORCES:
L1T1
T2T3
T4T5
SR
1 3
/4S
R 2
SR
2 1
/2S
R 3
SR
3 1
/4S
R 3
1/2
2L1
1/2x
1 1/
2x3/
16x3
/8L1
1/2
x1 1
/2x3
/16
L1 3
/4x1
3/4
x3/1
6L2
x2x1
/4L2
1/2
x2 1
/2x1
/4L1
1/2
x1 1
/2x3
/16
N.A
.N
.A.
L1 1
/2x1
1/2
x3/1
6N
.A.
L1 1
/2x1
1/2
x3/1
6N
.A.
N.A
.L1
3/4
x1 3
/4x3
/16
N.A
.
884.
695
3.4
1376
.818
88.0
2462
.027
88.0
3.41
666
3.41
666
4.91
666
6.41
666
7.91
666
9.41
666
5 @
410
@ 4
8 @
52
@ 1
0
Sec
tion
Leg
s D
iago
nals
Top
Girt
s M
id G
irts
Bot
tom
Girt
s H
oriz
onta
ls S
ec. H
orzs
Inn
er B
raci
ng F
ace
Wid
th (f
t) #
Pan
els
@ H
t (ft)
Wei
ght (
lb)
10.9
167
1035
2.8
DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION
(9) FV90-12 120 Pirod 13' Low Profile Platform 120
TOWER DESIGN NOTES1. Tower designed for a 80 mph basic wind in accordance with the TIA/EIA-222-F Standard.2. Tower is also designed for a 69 mph basic wind with 0.50 in ice.
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
1 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
Tower Input Data
The main tower is a 3x free standing tower with an overall height of 120.00 ft above the ground line.The base of the tower is set at an elevation of 0.00 ft above the ground line.The face width of the tower is 3.42 ft at the top and 10.92 ft at the base.There is a 3 sided latticed pole with a face width of 3.42 ft.This tower is designed using the TIA/EIA-222-F standard.The following design criteria apply:
Basic wind speed of 80 mph . Nominal ice thickness of 0.5000 in . Ice density of 56 pcf . A wind speed of 69 mph is used in combination with ice. Pressures are calculated at each section . Stress ratio used in latticed pole member design is 1.333 . Stress ratio used in tower member design is 1.333
Leg B Leg C
Leg A
Face
A Face B
Face C
Triangular Tower
Wind Normal
Wind 90
Wind 60
3 Sided Latticed Pole Section Geometry
Tower Section
Tower Elevation
ft
SectionWidth
ft
Numberof
Sections
SectionLength
ft
DiagonalSpacing
ft
BracingType
HasK Brace
EndPanels
HasHorizontals
L1 120-100 3.42 1 20.00 4.00 K Brace Right No Yes
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
2 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
3 Sided Latticed Pole Section Geometry (cont’d)
Tower Elevation
ft
LegType
LegSize
LegFy
ksi
DiagonalType
DiagonalSize
DiagonalFy
ksiL1 120-100 Solid Round 1 3/4 50 Double Angle 2L1 1/2x1 1/2x3/16x3/8 36
3 Sided Latticed Pole Section Geometry (cont’d)
Tower Elevation
ft
Top GirtType
Top GirtSize
Top GirtFy
ksi
Bottom GirtType
Bottom GirtSize
Bottom GirtFy
ksiL1 120-100 Single Angle L1 1/2x1 1/2x3/16 36 Single Angle L1 1/2x1 1/2x3/16 36
3 Sided Latticed Pole Section Geometry (cont’d)
Tower Elevation
ft
No.of
MidGirts
Mid GirtType
Mid GirtSize
Mid GirtFy
ksi
HorizontalType
HorizontalSize
HorizontalFy
ksiL1 120-100 None Flat Bar 36 Single Angle L1 1/2x1 1/2x3/16 36
3 Sided Latticed Pole Section Geometry (cont’d)
K Factors1
Tower Elevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Adjust.Factor
Af
Adjust.Factor
Ar
WeightMult.
Legs XBraceDiags
XY
KBraceDiags
XY
SingleDiags
XY
Girts
XY
Horiz.
XY
InnerBrace
XY
TrussLegX
Brace
TrussLegZ
Brace
L1 120-100 0.00 0.0000 1 1 1 1 11
11
11
11
11
11
0.5 0.85
1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-planedirection applied to the overall length.
3 Sided Latticed Pole Section Geometry (cont’d)
Tension Area Factors Connection OffsetsLegs Inner Members Diagonals K-Bracing
Single Angle Double Angle
Tower Elevation
ft
Net WidthDeduct
in
U Net WidthDeduct
in
U Net WidthDeduct
in
U Vert.Top
in
Horiz.Top
in
Vert.Bot.
in
Horiz.Bot.
in
Vert.Top
in
Horiz.Top
in
Vert.Bot.
in
Horiz.Bot.
inL1 120-100 0.5625 0.75 0.0000 0.75 0.5625 0.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Tower Section Geometry
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
3 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
Tower Section
Tower Elevation
ft
SectionWidth
ft
Numberof
Sections
SectionLength
ft
DiagonalSpacing
ft
BracingType
HasK Brace
EndPanels
HasHorizontals
T1 100-80 3.42 1 20.00 4.00 X Brace No NoT2 80-60 4.92 1 20.00 4.00 X Brace No NoT3 60-40 6.42 1 20.00 5.00 X Brace No NoT4 40-20 7.92 1 20.00 5.00 X Brace No NoT5 20-0 9.42 1 20.00 10.00 X Brace No Yes
Tower Section Geometry (cont’d)
Tower Elevation
ft
LegType
LegSize
LegFy
ksi
DiagonalType
DiagonalSize
DiagonalFy
ksiT1 100-80 Solid Round 2 50 Single Angle L1 1/2x1 1/2x3/16 36T2 80-60 Solid Round 2 1/2 50 Single Angle L1 1/2x1 1/2x3/16 36T3 60-40 Solid Round 3 50 Single Angle L1 3/4x1 3/4x3/16 36T4 40-20 Solid Round 3 1/4 50 Single Angle L2x2x1/4 36T5 20-0 Solid Round 3 1/2 50 Single Angle L2 1/2x2 1/2x1/4 36
Tower Section Geometry (cont’d)
Tower Elevation
ft
SecondaryHorizontal Type
Secondary HorizontalSize
SecondaryHorizontal
Fy
ksi
Inner BracingType
Inner Bracing Size Inner BracingFy
ksiT1 100-80 Solid Round 36 Solid Round 36T2 80-60 Solid Round 36 Solid Round 36T3 60-40 Solid Round 36 Solid Round 36T4 40-20 Solid Round 36 Solid Round 36T5 20-0 Single Angle L1 3/4x1 3/4x3/16 36 Solid Round 36
Tower Section Geometry (cont’d)
K Factors1
Tower Elevation
ft
GussetArea
(per face)
ft2
GussetThickness
in
Adjust.Factor
Af
Adjust.Factor
Ar
WeightMult.
Legs XBraceDiags
XY
KBraceDiags
XY
SingleDiags
XY
Girts
XY
Horiz.
XY
InnerBrace
XY
TrussLegX
Brace
TrussLegZ
Brace
T1 100-80 0.00 0.0000 1 1 1 1 11
11
11
11
11
11
0.5 0.85
T2 80-60 0.00 0.0000 1 1 1 1 11
11
11
11
11
11
0.5 0.85
T3 60-40 0.00 0.0000 1 1 1 1 11
11
11
11
11
11
0.5 0.85
T4 40-20 0.00 0.0000 1 1 1 1 11
11
11
11
11
11
0.5 0.85
T5 20-0 0.00 0.0000 1 1 1 1 11
11
11
11
11
11
0.5 0.85
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
4 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-planedirection applied to the overall length.
Tower Section Geometry (cont’d)
Tension Area Factors Connection OffsetsLegs Inner Members Diagonals K-Bracing
Single Angle Double Angle
Tower Elevation
ft
Net WidthDeduct
in
U Net WidthDeduct
in
U Net WidthDeduct
in
U Vert.Top
in
Horiz.Top
in
Vert.Bot.
in
Horiz.Bot.
in
Vert.Top
in
Horiz.Top
in
Vert.Bot.
in
Horiz.Bot.
inT1 100-80 0.5625 0.75 0.0000 0.75 0.5625 0.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000T2 80-60 0.5625 0.75 0.0000 0.75 0.5625 0.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000T3 60-40 0.5625 0.75 0.0000 0.75 0.5625 0.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000T4 40-20 0.5625 0.75 0.0000 0.75 0.5625 0.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000T5 20-0 0.5625 0.75 0.0000 0.75 0.5625 0.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Feed Line/Linear Appurtenances - Non-Structural
Description Face ComponentType
Placement
ft
TotalNumber
CAAA
ft2/ft
Weight
plfNextel 1 5/8 C CaAa (In Face) 100.00 - 0.00 9 No Ice
1/2'' Ice1'' Ice2'' Ice4'' Ice
0.170.270.370.570.97
0.802.103.406.00
11.20Nextel 1 5/8 C CaAa (In Face) 120.00 - 100.00 9 No Ice
1/2'' Ice1'' Ice2'' Ice4'' Ice
0.170.270.370.570.97
0.802.103.406.00
11.20
Feed Line/Linear Appurtenances Section Areas
TowerSection
Tower Elevation
ft
Face AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
lbL1 120-100 A
BC
0.0000.0000.000
0.0000.0000.000
0.0000.00030.601
0.0000.0000.000
0.000.00
144.00T1 100-80 A
BC
0.0000.0000.000
0.0000.0000.000
0.0000.00030.601
0.0000.0000.000
0.000.00
144.00T2 80-60 A
BC
0.0000.0000.000
0.0000.0000.000
0.0000.00030.601
0.0000.0000.000
0.000.00
144.00T3 60-40 A
BC
0.0000.0000.000
0.0000.0000.000
0.0000.00030.601
0.0000.0000.000
0.000.00
144.00T4 40-20 A
BC
0.0000.0000.000
0.0000.0000.000
0.0000.00030.601
0.0000.0000.000
0.000.00
144.00T5 20-0 A
BC
0.0000.0000.000
0.0000.0000.000
0.0000.00030.601
0.0000.0000.000
0.000.00
144.00
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
5 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
Feed Line/Linear Appurtenances Section Areas - With Ice
TowerSection
Tower Elevation
ft
Face IceThickness
in
AR
ft2
AF
ft2
CAAA
In Faceft2
CAAA
Out Faceft2
Weight
lbL1 120-100 A
BC
0.500 0.0000.0000.000
0.0000.0000.000
0.0000.00048.600
0.0000.0000.000
0.000.00
378.00T1 100-80 A
BC
0.500 0.0000.0000.000
0.0000.0000.000
0.0000.00048.600
0.0000.0000.000
0.000.00
378.00T2 80-60 A
BC
0.500 0.0000.0000.000
0.0000.0000.000
0.0000.00048.600
0.0000.0000.000
0.000.00
378.00T3 60-40 A
BC
0.500 0.0000.0000.000
0.0000.0000.000
0.0000.00048.600
0.0000.0000.000
0.000.00
378.00T4 40-20 A
BC
0.500 0.0000.0000.000
0.0000.0000.000
0.0000.00048.600
0.0000.0000.000
0.000.00
378.00T5 20-0 A
BC
0.500 0.0000.0000.000
0.0000.0000.000
0.0000.00048.600
0.0000.0000.000
0.000.00
378.00
Discrete Tower Loads
Description Faceor Leg
OffsetType
Offsets:Horz
LateralVert
ft
AzimuthAdjustment
deg
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
lb(9) FV90-12 C None 0.0000 120.00 No Ice
1/2'' Ice1'' Ice2'' Ice4'' Ice
6.006.607.208.40
10.80
6.006.607.208.40
10.80
30.0080.00130.00230.00430.00
Pirod 13' Low ProfilePlatform
C None 0.0000 120.00 No Ice1/2'' Ice1'' Ice2'' Ice4'' Ice
15.3017.0018.7022.1028.90
15.3017.0018.7022.1028.90
1340.002080.002820.004300.007260.00
Tower Pressures - No Ice
GH = 1.149
SectionElevation
ft
z
ft
KZ qz
psf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg %
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 120-100 110.00 1.411 23 71.250 A 5.850 5.833 5.833 49.93 30.601 0.000
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
6 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
SectionElevation
ft
z
ft
KZ qz
psf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg %
CAAA
InFace
ft2
CAAA
OutFace
ft2
BC
5.8505.850
5.8335.833
49.9349.93
T1 100-80 90.00 1.332 22 86.669 ABC
7.2307.2307.230
6.6736.6736.673
6.673 48.0048.0048.00
30.601 0.000
T2 80-60 70.00 1.24 20 117.503 ABC
8.6768.6768.676
8.3418.3418.341
8.341 49.0249.0249.02
30.601 0.000
T3 60-40 50.00 1.126 18 148.337 ABC
10.20010.20010.200
10.00910.00910.009
10.009 49.5349.5349.53
30.601 0.000
T4 40-20 30.00 1 16 178.754 ABC
13.34413.34413.344
10.84310.84310.843
10.843 44.8344.8344.83
30.601 0.000
T5 20-0 10.00 1 16 209.171 ABC
14.84814.84814.848
11.67811.67811.678
11.678 44.0244.0244.02
30.601 0.000
Tower Pressure - With Ice
GH = 1.149
SectionElevation
ft
z
ft
KZ qz
psf
AG
ft2
Face
AF
ft2
AR
ft2
Aleg
ft2
Leg %
CAAA
InFace
ft2
CAAA
OutFace
ft2
L1 120-100 110.00 1.411 17 72.917 ABC
8.4518.4518.451
9.1679.1679.167
9.167 52.0352.0352.03
48.600 0.000
T1 100-80 90.00 1.332 16 88.337 ABC
10.44310.44310.443
10.00910.00910.009
10.009 48.9448.9448.94
48.600 0.000
T2 80-60 70.00 1.24 15 119.171 ABC
12.53312.53312.533
11.67811.67811.678
11.678 48.2348.2348.23
48.600 0.000
T3 60-40 50.00 1.126 14 150.005 ABC
14.08514.08514.085
13.34613.34613.346
13.346 48.6548.6548.65
48.600 0.000
T4 40-20 30.00 1 12 180.422 ABC
17.79317.79317.793
14.18014.18014.180
14.180 44.3544.3544.35
48.600 0.000
T5 20-0 10.00 1 12 210.838 ABC
19.14619.14619.146
15.01415.01415.014
15.014 43.9543.9543.95
48.600 0.000
Tower Forces - No Ice - Wind Normal (180)
SectionElevation
ft
AddWeight
lb
SelfWeight
lb
Face
e CF RR DF DR AE
ft2
F
lb
w
plf
Ctrl.Face
L1 120-100 144.00 884.63 ABC
0.1640.1640.164
2.7212.7212.721
0.5840.5840.584
111
111
9.2559.2559.255
1481.18 74.06 C
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
7 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
SectionElevation
ft
AddWeight
lb
SelfWeight
lb
Face
e CF RR DF DR AE
ft2
F
lb
w
plf
Ctrl.Face
T1 100-80 144.00 953.38 ABC
0.160.160.16
2.7342.7342.734
0.5830.5830.583
111
111
11.12111.12111.121
1529.51 76.48 C
T2 80-60 144.00 1376.80 ABC
0.1450.1450.145
2.7912.7912.791
0.5810.5810.581
111
111
13.52013.52013.520
1594.57 79.73 C
T3 60-40 144.00 1887.96 ABC
0.1360.1360.136
2.8232.8232.823
0.5790.5790.579
111
111
16.00016.00016.000
1606.00 80.30 C
T4 40-20 144.00 2461.98 ABC
0.1350.1350.135
2.8262.8262.826
0.5790.5790.579
111
111
19.62619.62619.626
1620.23 81.01 C
T5 20-0 144.00 2788.04 ABC
0.1270.1270.127
2.8592.8592.859
0.5780.5780.578
111
111
21.60021.60021.600
1738.40 86.92 C
Sum Weight: 864.00 10352.79 OTM 558.50kip-ft
9569.88
Tower Forces - No Ice - Wind 60 (0)
SectionElevation
ft
AddWeight
lb
SelfWeight
lb
Face
e CF RR DF DR AE
ft2
F
lb
w
plf
Ctrl.Face
L1 120-100 144.00 884.63 ABC
0.1640.1640.164
2.7212.7212.721
0.5840.5840.584
0.80.80.8
111
8.0858.0858.085
1396.65 69.83 C
T1 100-80 144.00 953.38 ABC
0.160.160.16
2.7342.7342.734
0.5830.5830.583
0.80.80.8
111
9.6759.6759.675
1430.40 71.52 C
T2 80-60 144.00 1376.80 ABC
0.1450.1450.145
2.7912.7912.791
0.5810.5810.581
0.80.80.8
111
11.78511.78511.785
1481.56 74.08 C
T3 60-40 144.00 1887.96 ABC
0.1360.1360.136
2.8232.8232.823
0.5790.5790.579
0.80.80.8
111
13.96013.96013.960
1483.94 74.20 C
T4 40-20 144.00 2461.98 ABC
0.1350.1350.135
2.8262.8262.826
0.5790.5790.579
0.80.80.8
111
16.95816.95816.958
1478.23 73.91 C
T5 20-0 144.00 2788.04 ABC
0.1270.1270.127
2.8592.8592.859
0.5780.5780.578
0.80.80.8
111
18.63118.63118.631
1578.60 78.93 C
Sum Weight: 864.00 10352.79 OTM 520.41kip-ft
8849.38
Tower Forces - No Ice - Wind 90
SectionElevation
ft
AddWeight
lb
SelfWeight
lb
Face
e CF RR DF DR AE
ft2
F
lb
w
plf
Ctrl.Face
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
8 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
SectionElevation
ft
AddWeight
lb
SelfWeight
lb
Face
e CF RR DF DR AE
ft2
F
lb
w
plf
Ctrl.Face
L1 120-100 144.00 884.63 ABC
0.1640.1640.164
2.7212.7212.721
0.5840.5840.584
0.850.850.85
111
8.3788.3788.378
1417.78 70.89 C
T1 100-80 144.00 953.38 ABC
0.160.160.16
2.7342.7342.734
0.5830.5830.583
0.850.850.85
111
10.03710.03710.037
1455.17 72.76 C
T2 80-60 144.00 1376.80 ABC
0.1450.1450.145
2.7912.7912.791
0.5810.5810.581
0.850.850.85
111
12.21912.21912.219
1509.81 75.49 C
T3 60-40 144.00 1887.96 ABC
0.1360.1360.136
2.8232.8232.823
0.5790.5790.579
0.850.850.85
111
14.47014.47014.470
1514.45 75.72 C
T4 40-20 144.00 2461.98 ABC
0.1350.1350.135
2.8262.8262.826
0.5790.5790.579
0.850.850.85
111
17.62517.62517.625
1513.73 75.69 C
T5 20-0 144.00 2788.04 ABC
0.1270.1270.127
2.8592.8592.859
0.5780.5780.578
0.850.850.85
111
19.37319.37319.373
1618.55 80.93 C
Sum Weight: 864.00 10352.79 OTM 529.93kip-ft
9029.50
Tower Forces - With Ice - Wind Normal (180)
SectionElevation
ft
AddWeight
lb
SelfWeight
lb
Face
e CF RR DF DR AE
ft2
F
lb
w
plf
Ctrl.Face
L1 120-100 378.00 1253.83 ABC
0.2420.2420.242
2.4632.4632.463
0.60.60.6
111
111
13.94813.94813.948
1638.58 81.93 C
T1 100-80 378.00 1313.79 ABC
0.2320.2320.232
2.4942.4942.494
0.5970.5970.597
111
111
16.42216.42216.422
1670.47 83.52 C
T2 80-60 378.00 1809.30 ABC
0.2030.2030.203
2.5852.5852.585
0.5910.5910.591
111
111
19.43519.43519.435
1716.00 85.80 C
T3 60-40 378.00 2382.06 ABC
0.1830.1830.183
2.6542.6542.654
0.5870.5870.587
111
111
21.92021.92021.920
1683.79 84.19 C
T4 40-20 378.00 3064.90 ABC
0.1770.1770.177
2.6742.6742.674
0.5860.5860.586
111
111
26.10226.10226.102
1657.94 82.90 C
T5 20-0 378.00 3439.15 ABC
0.1620.1620.162
2.7282.7282.728
0.5830.5830.583
111
111
27.90527.90527.905
1746.51 87.33 C
Sum Weight: 2268.00 13263.02 OTM 602.10kip-ft
10113.30
Tower Forces - With Ice - Wind 60 (0)
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
9 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
SectionElevation
ft
AddWeight
lb
SelfWeight
lb
Face
e CF RR DF DR AE
ft2
F
lb
w
plf
Ctrl.Face
L1 120-100 378.00 1253.83 ABC
0.2420.2420.242
2.4632.4632.463
0.60.60.6
0.80.80.8
111
12.25812.25812.258
1556.36 77.82 C
T1 100-80 378.00 1313.79 ABC
0.2320.2320.232
2.4942.4942.494
0.5970.5970.597
0.80.80.8
111
14.33414.33414.334
1573.31 78.67 C
T2 80-60 378.00 1809.30 ABC
0.2030.2030.203
2.5852.5852.585
0.5910.5910.591
0.80.80.8
111
16.92816.92816.928
1603.49 80.17 C
T3 60-40 378.00 2382.06 ABC
0.1830.1830.183
2.6542.6542.654
0.5870.5870.587
0.80.80.8
111
19.10319.10319.103
1565.89 78.29 C
T4 40-20 378.00 3064.90 ABC
0.1770.1770.177
2.6742.6742.674
0.5860.5860.586
0.80.80.8
111
22.54422.54422.544
1524.70 76.23 C
T5 20-0 378.00 3439.15 ABC
0.1620.1620.162
2.7282.7282.728
0.5830.5830.583
0.80.80.8
111
24.07624.07624.076
1600.24 80.01 C
Sum Weight: 2268.00 13263.02 OTM 565.08kip-ft
9423.99
Tower Forces - With Ice - Wind 90
SectionElevation
ft
AddWeight
lb
SelfWeight
lb
Face
e CF RR DF DR AE
ft2
F
lb
w
plf
Ctrl.Face
L1 120-100 378.00 1253.83 ABC
0.2420.2420.242
2.4632.4632.463
0.60.60.6
0.850.850.85
111
12.68112.68112.681
1576.92 78.85 C
T1 100-80 378.00 1313.79 ABC
0.2320.2320.232
2.4942.4942.494
0.5970.5970.597
0.850.850.85
111
14.85614.85614.856
1597.60 79.88 C
T2 80-60 378.00 1809.30 ABC
0.2030.2030.203
2.5852.5852.585
0.5910.5910.591
0.850.850.85
111
17.55517.55517.555
1631.62 81.58 C
T3 60-40 378.00 2382.06 ABC
0.1830.1830.183
2.6542.6542.654
0.5870.5870.587
0.850.850.85
111
19.80719.80719.807
1595.36 79.77 C
T4 40-20 378.00 3064.90 ABC
0.1770.1770.177
2.6742.6742.674
0.5860.5860.586
0.850.850.85
111
23.43323.43323.433
1558.01 77.90 C
T5 20-0 378.00 3439.15 ABC
0.1620.1620.162
2.7282.7282.728
0.5830.5830.583
0.850.850.85
111
25.03325.03325.033
1636.81 81.84 C
Sum Weight: 2268.00 13263.02 OTM 574.33kip-ft
9596.31
Discrete Forces - No Ice
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
10 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
SectionElevation
ft
AddWeight
lb
z
ft
Kz qz
psf
GH CAAC
ft2
tz
in
FC
lb120 270.00 120.00 1.446 24 1.149 54.00 1469.96120 1340.00 120.00 1.446 24 1.149 15.30 416.49
Sum Weight: 1610.00 OTM 226.37kip-ft
1886.45
Discrete Forces - With Ice
SectionElevation
ft
AddWeight
lb
z
ft
Kz qz
psf
GH CAAC
ft2
tz
in
FC
lb120 720.00 120.00 1.446 18 1.149 59.40 0.5000 1202.86120 2080.00 120.00 1.446 18 1.149 17.00 0.5000 344.25
Sum Weight: 2800.00 OTM 185.65kip-ft
1547.12
Force Totals
LoadCase
Sum ofForces
lb
TotalWeight
lb
Sum ofTorques
kip-ft
Sum of OffsetWeight
OverturningMoments, Mx
kip-ft
Sum of OffsetWeight
OverturningMoments, Mz
kip-ft
Sum of Wind Overturning
Moments
kip-ftLeg Weight 7242.21Bracing Weight 3110.58Total Member Self-Weight 10352.79Wind Normal 11456.32 12826.79 0.00 0.00 0.00 784.87Wind 60 10735.82 12826.79 0.00 0.00 0.00 746.78Wind 90 10915.95 12826.79 0.00 0.00 0.00 756.30Member Ice 2910.23Wind Normal - Ice 11660.41 18331.02 0.00 0.00 0.00 787.75Wind 60 - Ice 10971.10 18331.02 0.00 0.00 0.00 750.73Wind 90 - Ice 11143.43 18331.02 0.00 0.00 0.00 759.99
Load Combinations
Comb.No.
Description
1 Dead Only2 Dead+Wind Normal3 Dead+Wind 604 Dead+Wind 905 Dead+Ice+Temp6 Dead+Wind Normal+Ice+Temp7 Dead+Wind 60+Ice+Temp8 Dead+Wind 90+Ice+Temp
Maximum Member Forces
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
11 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
SectionNo.
Elevationft
ComponentType
Condition Gov.Load
Comb.
Axial
lb
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftL1 120 - 100 Leg Max Tension 3 14473.27 -0.01 -0.04
Max. Compression 2 -16384.50 -0.02 0.06Max. Mx 4 13056.69 -0.05 -0.01Max. My 6 -15331.05 -0.02 0.06Max. Vy 4 -666.19 0.00 0.00Max. Vx 2 667.97 0.00 0.00
Diagonal Max Tension 4 2957.94 0.00 0.00Max. Compression 4 -3250.62 0.00 0.00
Max. Mx 6 -1481.11 0.01 0.00Max. Vy 6 10.28 0.00 0.00
Horizontal Max Tension 7 138.11 0.00 0.00Max. Compression 6 -139.25 0.00 0.00
Max. Vx 8 -5.71 0.00 0.00Top Girt Max Tension 3 768.08 0.00 0.00
Max. Compression 2 -769.61 0.00 0.00Max. Vx 8 -5.71 0.00 0.00
Bottom Girt Max Tension 4 967.61 0.00 0.00Max. Compression 2 -928.16 0.00 0.00
Max. Vx 8 -5.71 0.00 0.00T1 100 - 80 Leg Max Tension 3 28383.47 -0.05 -0.00
Max. Compression 2 -31551.38 0.05 -0.00Max. Mx 6 -21998.01 0.06 0.01Max. My 4 -1019.27 -0.00 0.07Max. Vy 6 -59.45 0.06 0.01Max. Vx 8 61.03 -0.01 0.07
Diagonal Max Tension 8 1204.68 0.00 0.00Max. Compression 8 -1203.15 0.00 0.00
Max. My 6 1087.76 -0.00 -0.01Max. Vy 7 -0.89 0.00 0.00Max. Vx 6 6.87 0.00 -0.01
T2 80 - 60 Leg Max Tension 3 40419.61 -0.06 0.00Max. Compression 2 -45251.61 0.09 0.00
Max. Mx 6 -44922.30 0.09 0.00Max. My 8 -2733.81 -0.00 0.08Max. Vy 6 -62.76 0.09 0.00Max. Vx 8 -59.53 -0.00 0.07
Diagonal Max Tension 8 1400.05 0.00 0.00Max. Compression 8 -1405.32 0.00 0.00
Max. My 6 1241.82 0.00 -0.01Max. Vy 6 0.43 -0.00 -0.01Max. Vx 7 -7.47 0.00 -0.01
T3 60 - 40 Leg Max Tension 3 51548.81 -0.09 0.00Max. Compression 6 -58867.51 0.13 0.00
Max. Mx 6 -58867.51 0.13 0.00Max. My 8 -3633.04 0.00 0.12Max. Vy 6 -76.39 0.13 0.00Max. Vx 8 -71.97 -0.00 0.11
Diagonal Max Tension 8 1702.98 0.00 0.00Max. Compression 8 -1720.68 0.00 0.00
Max. My 6 1503.00 0.00 -0.01Max. Vy 6 0.54 -0.00 -0.01Max. Vx 7 -10.28 0.00 -0.01
T4 40 - 20 Leg Max Tension 3 62591.20 -0.13 0.00Max. Compression 6 -73262.34 0.02 0.00
Max. Mx 6 -62319.62 0.13 0.00Max. My 8 -4764.80 -0.01 0.14Max. Vy 6 87.93 0.13 -0.00Max. Vx 8 -69.90 -0.01 0.14
Diagonal Max Tension 8 1939.42 0.00 0.00Max. Compression 8 -1955.99 0.00 0.00
Max. My 6 1729.06 0.00 -0.02
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
12 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
SectionNo.
Elevationft
ComponentType
Condition Gov.Load
Comb.
Axial
lb
Major AxisMoment
kip-ft
Minor AxisMoment
kip-ftMax. Vy 6 0.80 -0.00 -0.02Max. Vx 7 -16.06 0.00 -0.02
T5 20 - 0 Leg Max Tension 3 71900.14 0.16 0.00Max. Compression 6 -85627.28 0.00 -0.00
Max. Mx 6 -78336.60 0.42 0.00Max. My 8 -5320.95 -0.05 0.45Max. Vy 6 -204.79 0.41 0.00Max. Vx 8 -168.61 -0.05 0.45
Diagonal Max Tension 8 2707.52 0.01 -0.04Max. Compression 8 -2869.97 0.00 0.00
Max. Mx 6 2139.93 -0.01 -0.05Max. My 6 2140.01 0.01 -0.05Max. Vy 6 2.15 -0.01 -0.05Max. Vx 8 -23.34 0.01 -0.04
Secondary Horiz Max Tension 6 205.13 -0.00 -0.01Max. Compression 3 -180.20 0.00 0.00
Max. My 8 -32.25 0.00 -0.02Max. Vy 7 -0.96 0.00 0.00Max. Vx 8 13.27 0.00 -0.02
Maximum Reactions
Location Condition Gov.Load
Comb.
Verticallb
Horizontal, Xlb
Horizontal, Zlb
Leg C Max. Vert 7 45814.45 2744.91 -2427.90Max. Hx 7 45814.45 2744.91 -2427.90Max. Hz 4 -65004.04 -4833.27 2312.98
Min. Vert 4 -65004.04 -4833.27 2312.98Min. Hx 8 -63506.98 -4833.98 2294.63Min. Hz 7 45814.45 2744.91 -2427.90
Leg B Max. Vert 8 75727.66 -5449.94 -2650.24Max. Hx 2 -37233.84 2334.58 2227.05Max. Hz 2 -37233.84 2334.58 2227.05
Min. Vert 2 -37233.84 2334.58 2227.05Min. Hx 8 75727.66 -5449.94 -2650.24Min. Hz 8 75727.66 -5449.94 -2650.24
Leg A Max. Vert 6 89434.31 0.03 7220.38Max. Hx 6 89434.31 0.03 7220.38Max. Hz 6 89434.31 0.03 7220.38
Min. Vert 3 -74714.43 0.01 -6103.68Min. Hx 8 6110.34 -859.50 355.61Min. Hz 7 -73297.89 0.02 -6115.36
Tower Mast Reaction Summary
Load Combination Torsionkip-ft
Shearlb
Verticallb
Overturningkip-ft
Dead Only 0.00 0.00 12826.79 0.00Dead+Wind Normal 0.00 11456.32 12826.79 784.87
Dead+Wind 60 0.00 10735.82 12826.79 746.78Dead+Wind 90 0.00 10915.95 12826.79 756.30
Dead+Ice+Temp 0.00 0.00 18331.02 0.00Dead+Wind
Normal+Ice+Temp0.00 11660.41 18331.02 787.75
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
13 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
Load Combination Torsionkip-ft
Shearlb
Verticallb
Overturningkip-ft
Dead+Wind 60+Ice+Temp 0.00 10971.10 18331.02 750.73Dead+Wind 90+Ice+Temp 0.00 11143.43 18331.02 759.99
Solution Summary
Sum of Applied Forces Sum of ReactionsLoad
Comb.PXlb
PYlb
PZlb
PXlb
PYlb
PZlb
% Error
1 0.00 -12826.79 0.00 0.00 12826.79 0.00 0.000%2 0.00 -12826.79 -11456.32 0.00 12826.79 11456.32 0.000%3 0.00 -12826.79 10735.82 0.00 12826.79 -10735.82 0.000%4 10915.95 -12826.79 0.00 -10915.95 12826.79 0.00 0.000%5 0.00 -18331.02 0.00 0.00 18331.02 0.00 0.000%6 0.00 -18331.02 -11660.41 0.00 18331.02 11660.41 0.000%7 0.00 -18331.02 10971.10 0.00 18331.02 -10971.10 0.000%8 11143.43 -18331.02 0.00 -11143.43 18331.02 0.00 0.000%
Maximum Tower Deflections
SectionNo.
Elevation
ft
Horz.Deflection
in
Gov.Load
Comb.
Tilt
deg
Twist
degL1 120 - 100 5.504 2 0.4634 0.0048T1 100 - 80 3.606 2 0.3964 0.0000T2 80 - 60 2.164 2 0.2701 0.0000T3 60 - 40 1.178 2 0.1787 0.0000T4 40 - 20 0.526 6 0.1117 0.0000T5 20 - 0 0.145 6 0.0523 0.0000
Critical Deflections and Radius of Curvature
Elevation
ft
Appurtenance Gov.Load
Comb.
Deflection
in
Tilt
deg
Twist
deg
Radius ofCurvature
ft120.00 (9) FV90-12 2 5.504 0.4634 0.0048 Inf120.00 Pirod 13' Low Profile Platform 2 5.504 0.4634 0.0048 Inf
Section Capacity Table
SectionNo.
Elevationft
ComponentType
Size ControllingElement
%Capacity
PassFail
L1 120 - 100 Leg 1 3/4 3 41.2 PassDiagonal 2L1 1/2x1 1/2x3/16x3/8 10 33.5 Pass
Horizontal L1 1/2x1 1/2x3/16 32 2.6 PassTop Girt L1 1/2x1 1/2x3/16 6 14.3 Pass
Bottom Girt L1 1/2x1 1/2x3/16 9 17.3 PassT1 100 - 80 Leg 2 39 48.3 Pass
Diagonal L1 1/2x1 1/2x3/16 41 19.8 PassT2 80 - 60 Leg 2 1/2 72 35.2 Pass
EERRIITToowweerr Job
Example 1 - 120' Self-Supporting Tower
Page
14 of 14
Computerized Structural Design8989 N. Port Washington Rd.
Project
Training SeminarDate
09:46:19 11/15/01Milwaukee, WI 53217
Phone: (414) 351-5588FAX: (414) 351-4617
ClientC-Concepts, Inc.
Designed by
Dan Horn
SectionNo.
Elevationft
ComponentType
Size ControllingElement
%Capacity
PassFail
Diagonal L1 1/2x1 1/2x3/16 74 32.5 PassT3 60 - 40 Leg 3 105 32.9 Pass
Diagonal L1 3/4x1 3/4x3/16 107 37.8 PassT4 40 - 20 Leg 3 1/4 132 32.8 Pass
Diagonal L2x2x1/4 134 28.3 PassT5 20 - 0 Leg 3 1/2 159 32.3 Pass
Diagonal L2 1/2x2 1/2x1/4 161 41.0 PassSecondary Horiz L1 3/4x1 3/4x3/16 168 4.9 Pass
SummaryLatticed Pole
Leg41.2 Pass
Latticed PoleDiagonal
33.5 Pass
Latticed PoleHorizontal
2.6 Pass
Latticed PoleTop Girt
14.3 Pass
Latticed PoleBottom Girt
17.3 Pass
Leg 48.3 PassDiagonal 41.0 Pass
SecondaryHoriz
4.9 Pass
RATING = 48.3 Pass
Program Version 1.0.72.0 - 11/13/2001 File:H:/Engineer Stuff/DGH/SpectraSite/HandCalcs/Falcon120.eri
